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We were given a presentation by Cupix yesterday. Very impressive software and sounds very expensive when they started explaining the $/GB subscription models, but the lack of ability to annotate a photo in realtime (i.e. taking a photo of missing bolt and tagging a voice-text note to it) makes...

It's wild that ETABS isn't set up for something so common (any tower with a set of a wind tunnel point loads).

I posted something similar a few years ago. Might be of use. Link

FYI Webinar Link

Be interesting to read the commentary (in ~5yrs time) to see how these scaling factors were derived.

F = kd. 0 displacement = 0 force.

No axial load in a beam element at slab level screams rigid diaphgrams are turned on.

I'd be more concerned with seismic activity/loading in PNG (pending what kinda of structure you're designing, of course).

This thread might be of use perhaps. EC & AS codes have a fundamentally different approach to ultimate wind loading. Going off an offhand comment by a Wind Engineer years ago when working in the UK, using actual ultimate/service wind velocities to calculate pressures is a much more...

I assume one of the slabs is inside the corebox (eg stair landing, lobby slab etc), therefore the slabs either side of the wall will be poured at vastly different times.

Not always. If you start off with a relatively flexible tower, sometimes you end up on the uphill side of the Stiffness v Wind Response curve - thus making the structure stiffer you end up with higher wind loads.

MSL - perhaps they were referring to virtual outrigger systems?

To me it just seems engineers should be able to determine the mandated buiding base shears from something more than an equation introduced 15 years ago and with the only variables being height and lateral system. Something, Something 'significant figures'...

The Kiwi's came up with the Pseudo Equivalent Static Analysis (PESA), which might fit the bill. Have a google and see what you think. I stumbled upon these Koup Engineering on Linkedin the other day which they seem to made inroads in tackling the tediousness of the method.

That's exactly my understanding. It's to stop non-representative favourable stiffness assumptions (eg cracking walls beyond oblivion and unrealistic Soil-Structure interaction). On the other hand, it's often the case when we model squat buildings in ETABS it'll tell us that the structure is...

Register to Standards Australia and then search the public comment drafts for 1170.4. This link may or may not work.

New AS1170.4 draft is out for public comment, closing 18/01/24. Seems like reo rates may be on the rise again with the introduction of these two proposed admendments.

Upon further reading, it would seem there is a discrepancy in defition of 'tie' between AS3600 and AS3700. What from I can tell, this is what AS3700 defines as a tie to restraint the vertical bars.

Hi RG, The research paper behind the product explains the philosphy in more detail. I understand the product proposes the block can be designed as 'reinforced' (ie restraint to the vert bars via the grout annulus) in terms of AS3700 capacities.

Hoping to get some industry feedback on whether anyone has successfully used BlockAid bar chairs in lieu of traditional rebar ties? This would then mean you can design as reinforced and Mu = 2. The following clause in the NCC essentially means 200 series blockwork needs to be designed as...